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    <title>Transport Research International Documentation (TRID)</title>
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    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
    <docs>http://blogs.law.harvard.edu/tech/rss</docs>
    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
    <image>
      <title>Transport Research International Documentation (TRID)</title>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
    </image>
    <item>
      <title>RESEARCH ON THICKNESS DESIGN FOR SOIL CEMENT PAVEMENTS</title>
      <link>https://trid.trb.org/View/122611</link>
      <description><![CDATA[A PROCEDURE IS PRESENTED FOR THE THICKNESS DESIGN OF SOIL-CEMENT PAVEMENTS. A THEORETICAL EXPRESSION IS DERIVED TO OBTAIN A COMBINED FUNCTION RELATING DEFLECTION AND RADIUS OF CURVATURE. EXPERIMENTAL DATA ARE USED TO MODIFY THE THEORETICAL FUNCTION AND TO OBTAIN AGREEMENT WITH LOAD TEST RESULTS. THE MODIFIED FUNCTION IS COMBINED WITH A LOAD- DEFLECTION RELATIONSHIP FOR SOIL-CEMENT DEVELOPED IN 1965 AND THE FATIGUE PROPERTIES DETERMINED IN 1966, TO FORMULATE A THICKNESS DESIGN PROCEDURE. THE DESIGN EQUATIONS ARE PRESENTED IN THE FORM OF NOMOGRAPHS, AND THE PROCEDURE FOR DETERMINING DESIGN THICKNESS IS ILLUSTRATED BY TWO EXAMPLES. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:10 GMT</pubDate>
      <guid>https://trid.trb.org/View/122611</guid>
    </item>
    <item>
      <title>PRESSURES AT FOUNDATION SOIL INTERFACES UNDER LOADED CONCRETE AND SOIL-CEMENT HIGHWAY SLABS</title>
      <link>https://trid.trb.org/View/122166</link>
      <description><![CDATA[EXPERIMENTAL DATA ARE PRESENTED FOR SOIL PRESSURES MEASURED AT THE SUBBASE AND SUBGRADE INTERFACES UNDER CONCRETE AND SOIL-CEMENT TEST PANELS.  COMPARISONS ARE MADE BETWEEN EXPERIMENTAL DATA AND THEORETICAL PROCEDURES FOR COMPUTING PRESSURES.  THE FORMER WERE OBTAINED OVER A PERIOD OF SEVERAL YEARS AS SUPPLEMENTARY INFORMATION WHERE THE PRIMARY OBJECTIVE WAS THE ACCUMULATION OF LOAD-STRAIN AND LOAD-DEFLECTION RELATIONSHIPS USED TO EVALUATE AND DEVELOP DESIGN PROCEDURES FOR CONCRETE AND SOIL-CEMENT PAVEMENTS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/122166</guid>
    </item>
    <item>
      <title>SOIL-CEMENT TECHNOLOGY-A RESUME</title>
      <link>https://trid.trb.org/View/122163</link>
      <description><![CDATA[THE RESUME IS CONFINED MAINLY TO THE USE OF CEMENT WITH PREDOMINANTLY FINE GRAIN SOILS TO PRODUCE A STRUCTURAL MATERIAL FOR LOW-COST PAVING WHICH WILL BE TERMED COMPACTED SOIL-CEMENT. RESEARCH, TESTING AND EXPERIENCE HAVE DEMONSTRATED THAT SUCCESSFUL COMPACTED SOIL-CEMENT PAVING IS GOVERNED BY THREE MAJOR, BASIC CONTROL FACTORS: MOISTURE, DENSITY, AND CEMENT.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/122163</guid>
    </item>
    <item>
      <title>SHEAR STRENGTH AND ELASTIC PROPERTIES OF SOIL-CEMENT MIXTURES UNDER TRIAXIAL LOADING</title>
      <link>https://trid.trb.org/View/122059</link>
      <description><![CDATA[TEST PROCEDURES WERE DEVELOPED TO DETERMINE THE SHEARING STRENGTH AND THE DEFORMATION OF THE SPECIMENS UNDER TRIAXIAL LOAD. THE ANALYSES OF TEST RESULTS SHOWED THAT THE COEFFICIENT OF INTERNAL FRICTION WAS RELATIVELY CONSTANT FOR CEMENT-TREATED SPECIMENS OF EACH SOIL REGARDLESS OF CEMENT CONTENT AND AGE. VALUES AVERAGED .96 FOR THE GRANULAR AND .73 FOR THE FINE GRAIN SOIL-CEMENT MIXTURES. COHESIVE STRENGTHS INCREASED WITH INCREASES IN CEMENT CONTENT AND AGE. TWENTYEIGHT DAY VALUES RANGED FROM ABOUT 35 TO 53 PSI.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/122059</guid>
    </item>
    <item>
      <title>LABORATORY AND FIELD TESTS OF GRANULAR SOIL-CEMENT MIXTURES FOR BASE COURSES</title>
      <link>https://trid.trb.org/View/120497</link>
      <description><![CDATA[DATA ARE PRESENTED ON THE STRENGTH AND LOAD-SUPPORTING PROPERTIES OF TWO SUBSTANDARD GRANULAR MATERIALS WHEN TREATED WITH VARIOUS QUANTITIES OF CEMENT AND SUBSEQUENTLY SUBJECTED TO FREEZING-AND-THAWING ACTION. LABORATORY TEST RESULTS ARE PRESENTED IN TERMS OF BEARING VALUES AND SONISCOPE VELOCITIES ON CONTINUOUSLY MOIST-CURED SPECIMENS AND ON COMPANION SPECIMENS SUBJECTED TO FREEZING-AND-THAWING CYCLES. COMPRESSIVE STRENGTH AND SONISCOPE DATA ARE GIVEN ON CONTINUOUSLY MOIST-CURED SPECIMENS. FIELD TEST RESULTS ARE GIVEN IN TERMS OF LOAD-SUPPORTING VALUES OF THE UNTREATED AND CEMENT-TREATED MATERIALS. THESE VALUES WERE OBTAINED FROM LOAD TESTS PERFORMED WITH A 12-IN. DIAMETER PLATE ON 36 TEST PANELS 4 FT SQ. THE PANELS WERE 4, 7, AND 10 IN. THICK AND THE CEMENT FACTOR VARIED FROM 1.5 TO 10%. TESTS WERE MADE OVER A 5-YEAR PERIOD.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:35:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/120497</guid>
    </item>
    <item>
      <title>STRENGTH AND ELASTIC PROPERTIES OF COMPACTED SOIL-CEMENT MIXTURES</title>
      <link>https://trid.trb.org/View/120490</link>
      <description><![CDATA[REPRESENTATIVE DATA ARE PRESENTED ON MODULUS OF RUPTURE, MODULUS OF ELASTICITY, POISSON'S RATIO, AND COMPRESSIVE STRENGTH OF SEVERAL SOIL-CEMENT MIXTURES. THE MODULUS OF ELASTICITY WAS OBTAINED BY THE SONIC METHOD AND BY STATIC METHODS IN BENDING AND IN COMPRESSION. THE EFFECT OF SIZE AND SHAPE OF SPECIMEN ON COMPRESSIVE STRENGTH WAS EXPLORED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:35:37 GMT</pubDate>
      <guid>https://trid.trb.org/View/120490</guid>
    </item>
    <item>
      <title>DURABILITY STUDIES OF EXPOSED AGGREGATE PANELS</title>
      <link>https://trid.trb.org/View/96445</link>
      <description><![CDATA[THE EFFECT OF AIR ENTRAINMENT UPON THE DURABILITY OF EXPOSED AGGREGATE PANELS WAS INVESTIGATED. VARIABLES STUDIED INCLUDED 3 WHITE QUARTZ AGGREGATES, TYPE OF CEMENT, AIR CONTENT, AND SURFACE TREATMENT WITH A WATER SOLUBLE SILICONE. ALSO, FREEZING AND THAWING RESISTANCE WAS STUDIED BY 2 TEST METHODS. ADDITIONAL STUDIES CONCERNED THE POTENTIAL ALKALI REACTIVITY OF THE VARIOUS CEMENT-AGGREGATE COMBINATIONS AND THE COMPRESSIVE AND FLEXURAL STRENGTH OF THE CONCRETES. /PCA/]]></description>
      <pubDate>Sun, 01 Jun 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/96445</guid>
    </item>
    <item>
      <title>EFFECT OF STRAND BLANKETING ON PERFORMANCE OF PRETENSIONED GIRDERS</title>
      <link>https://trid.trb.org/View/98139</link>
      <description><![CDATA[BLANKETING BY PLASTIC TUBING IS USED TO PREVENT BOND BETWEEN STRAND AND CONCRETE NEAR THE ENDS OF PRETENSIONED PRESTRESSED GIRDERS. TESTS OF FIVE 34-FT. T-BEAMS INDICATED THAT THE BONDED EMBEDMENT LENGTH REQUIRED BY SECTION 2611 OF THE 1963 ACI BUILDING CODE IS INADEQUATE FOR BLANKETED STRAND. TWICE THIS ANCHORAGE LENGTH IS NEEDED TO DEVELOP THE ULTIMATE FLEXURAL AND SHEAR STRENGTH OF GIRDERS WHEN BLANKETING IS USED. /AUTHOR/]]></description>
      <pubDate>Thu, 29 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/98139</guid>
    </item>
    <item>
      <title>THE SETTING OF PORTLAND CEMENT: A REVIEW OF THEORY, PERFORMANCE AND CONTROL</title>
      <link>https://trid.trb.org/View/95738</link>
      <description><![CDATA[THE LITERATURE ON THE SETTING OF PORTLAND CEMENT IS REVIEWED WITH SPECIAL ATTENTION TO FACTORS AFFECTING THE SETTING TIMES AND DEVELOPMENT OF FALSE SET. BROAD PERSPECTIVE IS PROVIDED BY PRESENTING BASIC THEORY AS WELL AS IMMEDIATELY PRACTICAL ASPECTS. THE TABLE OF CONTENTS INDICATES THAT THE FOLLOWING MATERIAL IS COVERED: THE SETTING OF GROUND CLINKER, THE CHEMICAL ACTION OF GYPSUM, OTHER RETARDERS OF CLINKER, THE SETTING OF GYPSUM-RETARDED CEMENT, EFFECTS OF CALCIUM SULFATE IN OTHER FORMS, THE LIQUID PHASE IN CEMENT PASTE, THE ALTERATION OF THE SETTING TIME OF NORMALLY RETARDED CEMENT, REMEDIAL MEASURES, AND TESTS FOR EARLY STIFFENING AND EARLY REACTIONS IN CEMENT PASTE.]]></description>
      <pubDate>Fri, 13 May 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/95738</guid>
    </item>
    <item>
      <title>TWENTY-YEAR REPORT ON THE LONG-TIME STUDY OF CEMENT PERFORMANCE IN CONCRETE.</title>
      <link>https://trid.trb.org/View/95369</link>
      <description><![CDATA[THE LONG-TIME STUDY OF CEMENT PERFORMANCE IN CONCRETE WAS UNDERTAKEN TO DETERMINE WHETHER ANY RELATIONSHIP EXISTS BETWEEN THE COMPOSITION, FINENESS, AND CONDITIONS OF MANUFACTURE OF THE TEST CEMENTS AND THE ABILITY OF THE CONCRETE IN WHICH THEY WERE USED TO RESIST DETERIORATION WHEN SUBJECTED TO EXTERNAL INFLUENCES SUCH AS WATER, SULFATE SOLUTIONS, TEMPERATURE CHANGES, AND HIGHWAY TRAFFIC WITH OR WITHOUT APPLICATION OF SALTS FOR ICE REMOVAL. MOST OF THE TEST STRUCTURES HAVE BEEN EXPOSED TO THEIR PARTICULAR ENVIRONMENTS FOR A LITTLE OVER 20 YEARS. SOME MORE RECENT PROJECTS WERE CONSTRUCTED IN 1949, 1958, 1959, AND 1961. THIS REPORT PRESENTS A REVIEW OF THE PERFORMANCE OF THE VARIOUS TEST CEMENTS AND CONCRETES AT THESE TEST PROJECTS, SUPPLEMENTING THE OBSERVATIONS MADE IN THE TEN-YEAR REPORT. AS HAS BEEN PREVIOUSLY REPORTED, NO CONSISTENT RELATION WAS FOUND BETWEEN COMPOSITION AND FINENESS OF THE CEMENTS AND THE BEHAVIOR OF CONCRETE EXPOSED TO FREEZING AND THAWING. DIFFERENCES IN MANUFACTURE DID NOT SIGNIFICANTLY AFFECT THE DURABILITY OF THE CONCRETE. RESISTANCE TO SULFATE ATTACK WAS INCREASED BY REDUCTION OF THE POTENTIAL TRICALCIUM ALUMINATE CONTENT OF THE CEMENT. THE EVIDENCE AFTER MORE THAN 20 YEARS OF EXPOSURE CONFIRMS THE EARLIER INDICATIONS THAT AIR- ENTRAINMENT PROVIDES SIGNIFICANTLY INCREASED ABILITY OF CONCRETE TO ENDURE FREEZING AND THAWING WITHOUT CONCRETE ELEMENTS SUBJECT TO CONTINUOUS SATURATION BY GROUND WATER. /RRL/A/]]></description>
      <pubDate>Thu, 24 Mar 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/95369</guid>
    </item>
    <item>
      <title>OPTIMUM STEAM CURING PROCEDURES FOR STRUCTURAL LIGHTWEIGHT CONCRETE</title>
      <link>https://trid.trb.org/View/95440</link>
      <description><![CDATA[THE EFFECT OF VARIOUS STEAM CURING PROCEDURES ON THE COMPRESSIVE STRENGTH, TENSILE SPLITTING STRENGTH, AND MODULUS OF ELASTICITY OF STRUCTURAL LIGHTWEIGHT CONCRETE IS DESCRIBED. PARTICULAR EMPHASIS IS GIVEN TO STEAMING PROCEDURES COMPATIBLE WITH THE TIME REQUIREMENTS OF MODERN PRESTRESSING PLANTS, AND THE INVESTIGATION WAS PATTERNED AFTER A SIMILAR INVESTIGATION OF NORMAL WEIGHT CONCRETE. IN ADDITION, A HALF-DAY CURING CYCLE WAS STUDIED. THE INVESTIGATION WAS RESTRICTED TO A SINGLE LIGHTWEIGHT AGGREGATE WITHOUT THE INCLUSION OF NATURAL SAND. THE OPTIMUM CONDITIONS FOR STEAM CURING OF LIGHTWEIGHT CONCRETE WERE FOUND TO BE LITTLE DIFFERENT FROM THOSE FOR NORMAL WEIGHT CONCRETE. THE ALLOWABLE VARIATION IN THE PRESTEAMING PERIOD WAS SOMEWHAT LESS. THE REDUCTION OF POTENTIAL STRENGTH DEVELOPMENT BY STEAM CURING WAS FOUND TO BE LESS FOR LIGHTWEIGHT CONCRETE THAN FOR THE NORMAL WEIGHT MATERIAL. /AUTHOR/]]></description>
      <pubDate>Tue, 15 Feb 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/95440</guid>
    </item>
    <item>
      <title>SIMULATED SEISMIC LOADING</title>
      <link>https://trid.trb.org/View/100027</link>
      <description><![CDATA[THIS REPORT DISCUSSES TESTING OF FOUR FULL-SIZE BEAM-COLUMN JOINT SPECIMENS BY SUBJECTING THEM TO REVERSALS OF BEAM LOADING CHOSEN TO SIMULATE EFFECTS OF TWO EARTHQUAKES. GRADE 40 REINFORCEMENT WAS USED IN THE CORNER, EDGE, AND INTERIOR JOINTS. THESE TESTS, ALONG WITH EARLIER TESTS OF SEVEN JOINTS, CONFIRMED THAT ADEQUATE ENERGY ABSORPTION FOR SEISMIC RESISTANCE CAN BE PROVIDED AT THE JUNCTION OF BEAMS AND COLUMNS IF PROPER ATTENTION IS GIVEN TO DESIGN FOR ANCHORAGE, SHEAR RESISTANCE, AND CONFINEMENT. /AUTHOR/]]></description>
      <pubDate>Wed, 31 Jul 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/100027</guid>
    </item>
    <item>
      <title>DAM CONSTRUCTION AND FACING WITH SOIL-CEMENT</title>
      <link>https://trid.trb.org/View/123563</link>
      <description><![CDATA[LABORATORY TESTS MADE TO OBTAIN DESIGN FACTORS FOR THE APPLICATION OF SOIL-CEMENT IN EARTH DAMS AS SLOPE PROTECTION, IMPERMEABLE BARRIERS, AND AS AN EROSION- RESISTANT SURFACE IN AREAS OF RAPID FLOW ARE REPORTED. THE STABILITY OF EMBANKMENTS CONSTRUCTED WITH CEMENT-STABILIZED SOILS IS ALSO CONSIDERED. SEVERITY OF CLIMATIC EXPOSURE GOVERNS THE AMOUNT OF CEMENT REQUIRED TO STABILIZE SOIL USED FOR SLOPE PROTECTION. THE CURRENT PRACTICE OF INCREASING THE CEMENT CONTENT 2 PERCENTAGE POINTS ABOVE THAT REQUIRED BY STANDARD TESTS IS DESIRABLE WHEN THE FACING IN THE SPLASH ZONE IS EXPOSED TO FREEZING. IN MILDER EXPOSURES, STABILIZATION WITH THE MINIMUM AMOUNT OF CEMENT REQUIRED TO MAKE SOIL-CEMENT MAY BE CONSIDERED. WHEN SLOPE PROTECTION IS EXPOSED TO RAPID FLOW CARRYING STONES OR DEBRIS, THE HIGHER CEMENT CONTENT AND AT LEAST 20 PERCENT GRAVEL SHOULD BE USED IN THE SOIL-CEMENT. SOIL-CEMENT SLOPE PROTECTION CONSTRUCTED IN STEPPED LAYERS WILL LESSEN WAVE RUN-UP AS COMPARED TO RUN-UP ON SMOOTH EMBANKMENT SLOPES. METHODS TO COMPUTE WAVE HEIGHT AND RUN-UP ARE PRESENTED. INCREASES IN SLOPE STEEPNESS RESULT IN  HIGHER RUN-UP. SEEPAGE THROUGH DAMS CAN BE REDUCED BY CONSTRUCTION OF SOIL-CEMENT UPSTREAM BLANKETS, CORE WALLS, OR CUTOFF TRENCHES. SEEPAGE FLOW IN THE DIRECTION PERPENDICULAR TO LAYERING DUE TO CONSTRUCTION IS CONSIDERABLY LESS THAN FLOW PARALLEL TO LAYERING. THE USE OF A THIN LAYER OF CEMENT GROUT AT THE INTERFACE OF THE COMPACTION PLANES WILL REDUCE SEEPAGE SIGNIFICANTLY. /AUTHOR/]]></description>
      <pubDate>Sun, 23 Apr 1972 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123563</guid>
    </item>
    <item>
      <title>FIRE RESISTANCE OF PRESTRESSED CONCRETE BEAMS - STUDY C: STRUCTURAL BEHAVIOR DURING FIRE TESTS</title>
      <link>https://trid.trb.org/View/100729</link>
      <description><![CDATA[THIS REPORT DESCRIBES THE THIRD PART OF AN INVESTIGATION OF THE FIRE RESISTANCE OF SIMPLY SUPPORTED PRESTRESSED CONCRETE BEAMS. FIRE TESTS WERE CONDUCTED ON THIRTEEN, 40-FT-LONG TEE BEAMS. IN THREE BEAMS, COLD-DRAWN 7-WIRE STRAND WAS PRETENSIONED. POST-TENSIONED, HIGH-STRENGTH, HOT-ROLLED ALLOY STEEL BARS WERE USED IN THREE BEAMS; AND POST-TENSIONED, BUTTONHEADED, COLD-DRAWN WIRES IN CABLES WERE USED IN FOUR. GRADE 40 DEFORMED BARS WERE USED IN ONE NONPRESTRESSED BEAM AND GRADE 60 IN TWO. SOME OF THE BEAMS WERE MADE OF STRUCTURAL LIGHTWEIGHT CONCRETE AND THE OTHERS OF NORMAL-WEIGHT CONCRETE. IN SOME OF THE BEAMS, THE POST-TENSIONED REINFORCEMENT WAS GROUTED AND IN THE OTHERS IT WAS UNBONDED. THE MINIMUM CONCRETE COVER FOR EACH BEAM WAS 2 1/2 IN. ALL BEAMS WERE SIMPLY SUPPORTED ON ROCKER-ROLLER SUPPORTS AND SUSTAINED FULL DESIGN LOAD DURING THE TESTS, FIRE ENDURANCES RANGED FROM 3 HOURS TO MORE THAN 6 HOURS. ANALYSES OF STRUCTURAL BEHAVIOR DURING THE TESTS ARE GIVEN. DATA ARE ALSO INCLUDED ON DEFLECTION, ELONGATION, AND STEEL AND CONCRETE TEMPERATURES. /AUTHOR/]]></description>
      <pubDate>Mon, 17 Apr 1972 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/100729</guid>
    </item>
    <item>
      <title>FIRE RESISTANCE OF PRESTRESSED CONCRETE BEAMS - STUDY C: STRUCTURAL BEHAVIOR DURING FIRE TESTS</title>
      <link>https://trid.trb.org/View/100720</link>
      <description><![CDATA[THE THIRD PART OF AN INVESTIGATION OF THE FIRE RESISTANCE OF SIMPLY SUPPORTED PRESTRESSED CONCRETE BEAMS IS DESCRIBED. FIRE TESTS WERE CONDUCTED ON THIRTEEN 40-FT-LONG TEE BEAMS. IN THREE BEAMS, COLD-DRAWN 7-WIRE STRAND WAS PRETENSIONED. POST-TENSIONED, HIGH-STRENGTH, HOT-ROLLED ALLOY STEEL BARS WERE USED IN THREE BEAMS; AND POST-TENSIONED, BUTTONHEADED, COLD-DRAWN WIRES IN CABLES WERE USED IN FOUR. GRADE 40 DEFORMED BARS WERE USED IN ONE NONPRESTRESSED BEAM AND GRADE 60 IN TWO. SOME OF THE BEAMS WERE MADE OF STRUCTURAL LIGHTWEIGHT CONCRETE AND OTHRS OF NORMAL-WEIGHT CONCRETE. IN SOME OF THE BEAMS, THE POST-TENSIONED REINFORCEMENT WAS GROUTED AND IN THE OTHERS IT WAS UNBONDED. THE MINIMUM CONCRETE COVER FOR EACH BEAM WAS 2-1.2 IN. ALL BEAMS WERE SIMPLY SUPPORTED ON ROCKER-ROLLER SUPPORTS AND SUSTAINED FULL DESIGN LOAD DURING THE TESTS. FIRE ENDURANCES RANGED FROM 3 HOURS TO MORE THAN 6 HOURS. ANALYSES OF STRUCTURAL BEHAVIOR DURING THE TESTS ARE GIVEN. DATA ARE ALSO INCLUDED ON DEFLECTION, ELONGATION, AND STEEL AND CONCRETE TEMPERATURES. /AUTHOR/]]></description>
      <pubDate>Mon, 10 Apr 1972 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/100720</guid>
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